CN106759239B - A kind of sand drain accelerating core wall rockfill dam core-wall discharging consolidation - Google Patents
A kind of sand drain accelerating core wall rockfill dam core-wall discharging consolidation Download PDFInfo
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- CN106759239B CN106759239B CN201611176181.9A CN201611176181A CN106759239B CN 106759239 B CN106759239 B CN 106759239B CN 201611176181 A CN201611176181 A CN 201611176181A CN 106759239 B CN106759239 B CN 106759239B
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- wall
- core
- drain
- sand
- dam
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
- E02D3/103—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains by installing wick drains or sand bags
Abstract
The invention discloses a kind of sand drains for accelerating core wall rockfill dam core-wall discharging consolidation, the sand drain is embedded in inside core-wall, the sand drain includes: sand material, soil engineering bag, collector drain and opening/shutting valve, the soil engineering bag wraps up the good sand material of water penetration, the soil engineering bag is stacked into sand drain, the collector drain is arranged on the dam foundation, and the sand drain bottom is connected with collector drain by opening/shutting valve；Sand drain of the invention can shorten the seepage paths of core-wall inner pore water discharge, it can both be drained by core-wall two sides, it can also be discharged by sand drain, simultaneously there is the soil engineering bag of anti-filter characteristic can guarantee that the clay fine grained in core-wall will not be discharged together with pore water, to accelerate the process of discharging consolidation, the core-wall soil body is set to reach the expection intensity further filled as early as possible, that shortens core-wall fills the duration.
Description
Technical field
The invention belongs to core wall rockfill dam discharging consolidation technical field, in particular to a kind of acceleration core wall rockfill dam core-wall row
The sand drain of water consolidation.
Background technique
China has more than 9.8 ten thousand seat of dam at present, wherein nearly 90,000 of earth and rockfill dam.Earth and rockfill dam refers to by local earth material, building stones
Or mixture through throwing, the methods of roll a kind of dam type made of heap is built.Earth and rockfill dam is gathered materials on the spot, reduce building materials transport at
This；Structure is simple, easy to repair and increase；Construction technology is simple, convenient for mechanical rapid construction.By these advantages, earth and rockfill dam
Still there is very big application prospect in future.
Core wall rockfill dam belongs to a kind of form of earth and rockfill dam, inside dam shell and dam body packing material be mainly water penetration compared with
Good rockfill, and core-wall is mainly made of the clay of low permeability as impervious body.Traditional core wall filling building process, core-wall are glutinous
Pore water between soil particle is discharged by core-wall two sides, and with the increase of filling height, the Gravitative Loads of the upper layer soil body are in lower layer
On the soil body, weight stress is converted into the effective stress of pore water pressure and the soil body, as pore water is extruded core-wall, excess pore water
Pressure is converted into the effective stress of the soil body, as core-wall consolidation process.Core-wall consolidates the stabilization for being conducive to core-wall fastly, prevents waterpower
The generation of splitting, but the seepage paths of pore water outlet is longer, consolidation process is slow, to reach thoroughly consolidation and take long time, this is again
Filling for core-wall is in turn limited, whole construction progress has been dragged slowly, and is unfavorable for core-wall and stablizes.
Therefore, it is badly in need of wanting a kind of device that can be shortened core-wall inner pore water seepage paths, accelerate soil solidifying.
Summary of the invention
To solve the deficiencies in the prior art, it is an object of the invention to propose that a kind of acceleration core wall rockfill dam core-wall draining is solid
The sand drain of knot can effectively accelerate core-wall discharging consolidation.
In order to achieve the above objectives, the present invention adopts the following technical scheme that: a kind of acceleration core wall rockfill dam core-wall draining
The sand drain of consolidation, the sand drain are embedded in inside core-wall, and the sand drain includes: sand material, soil engineering bag, collector drain and opening and closing valve
Door, the soil engineering bag wrap up the good sand material of water penetration, and the soil engineering bag is stacked into sand drain, and the collector drain is arranged in dam
On base, the sand drain bottom is connected with collector drain by opening/shutting valve.
Preferably, the sand drain is sequentially arranged along the axis of dam of dam with a fixed spacing, 2/3 height of spacing coring wall
Locate the 1/2 of core-wall section thickness.
Preferably, the soil engineering bag has anti-filter characteristic, guarantees that water is able to enter soil engineering bag, and clay fine grained and sandstone
Particle will not be lost together with water.
Preferably, the sand drain is stacked in layer by soil engineering bag package sand material, and the sand material is connected structure
At a drainage channel from top to bottom.
Preferably, the collector drain is located at dam foundation foundation plane, extends along axis of dam direction.
Preferably, the opening/shutting valve connects sand drain with collector drain, the valve opening when needing to drain, when starting to store
Valve is closed when water.
The sand drain of acceleration core wall rockfill dam core-wall discharging consolidation of the invention has the beneficial effect that the sand drain can shorten
The seepage paths of core-wall inner pore water discharge, it can both be drained by core-wall two sides, can also be discharged by sand drain, while having anti-filter
The soil engineering bag of characteristic can guarantee that the clay fine grained in core-wall will not be discharged together with pore water, so that it is solid to accelerate draining
The process of knot, makes the core-wall soil body reach the expection intensity further filled as early as possible, and that shortens core-wall fills the duration.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of sand drain of the present invention.
Fig. 2 is structural schematic diagram of the sand drain of the present invention in core wall rockfill dam.
Fig. 3 is the cross-sectional view of sand drain of the present invention, i.e. Section A-A schematic diagram in Fig. 2.
Fig. 4 is the schematic diagram that graph and piezometric level change procedure line are filled in one embodiment of the invention.
In figure, 1 is the good sand material of water penetration, and 2 be the soil engineering bag with anti-filter characteristic, and 3 be sand drain, and 4 be core-wall, 5
It is collector drain, 6 be the opening/shutting valve for connecting sand drain and collector drain, and 7 be the clay for filling sand drain gap.
Specific embodiment
Specific introduce is made to the present invention below in conjunction with the drawings and specific embodiments.
Referring to figs. 1 and 2, the sand drain 3 of core wall rockfill dam core-wall discharging consolidation is accelerated to be embedded in inside core-wall 4, sand drain 3
It include: sand material 1, soil engineering bag 2, collector drain 5 and opening/shutting valve 6, soil engineering bag 2 wraps up the good sand material 1 of water penetration, geotechnique
Bag 2 is stacked into sand drain 3, and collector drain 5 is arranged on the dam foundation, and 3 bottom of sand drain is connected with collector drain 5 by opening/shutting valve 6, when
Valve opening when needing to drain, when starting water storage, valve is closed.
As shown in figure 3, sand drain 3 is sequentially arranged along the axis of dam of dam with a fixed spacing, space D coring wall 2/3 is highly located
The 1/2 of core-wall section thickness L, i.e. D=1/2L.
Soil engineering bag 2 has anti-filter characteristic, guarantees that water is able to enter soil engineering bag 2, and clay fine grained and sand particles will not
It is lost together with water.Sand drain 3 wraps up sand material 1 by soil engineering bag 2 and stacks in layer, and sand material 1 has been connected to form one
The drainage channel of item from top to bottom.Collector drain 5 is located at dam foundation foundation plane, extends along axis of dam direction.
Specific in construction, way is: loading onto the good sand material 1 of water penetration with soil engineering bag 2, the layering with core-wall is filled out
Build synchronous progress laying.As shown in figure 3, it is glutinous to be spread one layer of core-wall along axis of dam arranged for interval for the soil engineering bag 2 equipped with sand material 1
Soil, soil engineering bag 2 is reached or the slightly above current filling height of core-wall 4 by stacked in multi-layers at the same time, to next proceed to
Soil engineering bag 2 can be connected with the soil engineering bag 2 buried is spread before when hearing 4.It should be made to keep perpendicular as far as possible when stacking soil engineering bag 2
Directly, as shown in Figure 1, the contact area between soil engineering bag 2 can be made to reach maximum in this way, to improve the efficiency of draining.Geotechnique
Gap section between bag 2 and core-wall 4 is still filled with clay 7, keeps soil engineering bag 2 firm by compacting of vibrating and close with core-wall 4
In conjunction with.During entirely filling, keep opening/shutting valve 6 in the open state, the water penetrated into sand drain 3 from clay 7 seeps downwards
Stream enters in collector drain 5 through valve 6.As core-wall 4 fills upwards from level to level, soil engineering bag 2 also stacks from level to level, most
The sand material channel of a water supply seepage flow, as sand drain 3 are formd eventually.It should be noted that when dam starts water storage,
Opening/shutting valve 6 is closed.
According to engineering experience, core-wall 4 tends to that hydraulic fracture occurs at its 2/3 height, and there are security risks, to make
Acceleration consolidation can be got to the position by obtaining husky well 3, so the spacing distance that husky well 3 is arranged along the axis of dam, coring wall are total
The half of core-wall thickness at highly 2/3.From the above mentioned, sand drain 3 is wrapped in sand material 1 by soil engineering bag 2 and stacks, and is equivalent to
Bore a deep-well in core-wall 4, sand material 1 is filled in the inside, it is contemplated that stability and drainage efficiency, what when practical operation used
It is soil engineering bag 2 rather than the back-up sand that directly digs a well.
It is calculated in analysis in the present embodiment, sand drain is reduced to cylindrical body, it is assumed that it is to flow together that water is gentle in consolidation process
Out, i.e., it is considered as fluid-mixing for the water in hole is gentle, to establish more single fluid-mixing continuity equation.
According to principle of effective stress formula:
{ σ }={ σ ' }+{ M } um (1)
Balance differential equation are as follows:
In above formula (1), (2), σ is total stress；σ ' is soil body effective stress；umIt is hydraulic pressure uwWith air pressure uaWith a certain parameter
ω is the weighted average of weight, um=(1- ω) ua+ωuw；{ M }=[1,1,0]T；{ f } is load matrix, due to being consolidation
Stage has deducted the effective stress of initial stage generation；For a differential matrix:
In conjunction with constitutive equation (4) and geometric equation (5):
{ σ ' }=[D] { ε } (4)
Equilibrium equation (2) can be rewritten as to the balance differential equation by being displaced and mixed-fluid pressure indicates:
In formula (4)-(6): w is displacement；ε is strain；[D] is elastic-plastic matrix.
According to the principle of continuity, the volume compression amount of cell cube is equal to the fluid volume being discharged from cell cube and remaining hole
The sum of clearance flow body decrement, it may be assumed that
It is assumed that fluid bulk density γmWith fluid permeability COEFFICIENT KmFor constant, then (7) formula can write a Chinese character in simplified form are as follows:
In formula (7), (8), εvFor cell cube volume compression amount,εvlFor remaining pore-fluid pressure
Contracting amount；For Laplace operator.
The volume compression amount of remaining fluid-mixing is caused by change in fluid pressure, may be expressed as:
Wherein, BmFor the bulk compressibility modulus of fluid-mixing,
It willFormula (8) are substituted into formula (9), can be obtained by being displaced and mixed-fluid pressure expression
Continuity equation:
By formula (6) equilibrium equation and formula (10) continuity equation simultaneous, displacement and pressure can be solved.
Calculated result
Certain core wall rockfill dam is located on the mainstream of Lancang River downstream, crest elevation 821.5m, and the minimum foundation plane in core-wall basis is high
Journey 560.0m, height of dam 261.5m, the wide 18m of dam crest, upstream dam slope gradient 1:1.9, downstream dam slope gradient 1:1.8.
According to the piezometric level monitoring data measured during core wall filling building, sand is not disposed when will fill different height
Under the operating condition of well and the maximum Super-void Water Pressure (being converted to head) under the operating condition of sand drain is disposed to compare, comparing result is such as
Shown in table 1, fills graph and piezometric level change procedure line is as shown in Figure 4.
Super-void Water Pressure (being converted into head) unit under 1 two kinds of operating conditions of table: m
(connecing table 1)
(connecing table 1)
As it can be seen that the core wall rockfill dam core-wall discharging consolidation effect filled with sand drain is obvious, there is the piezometric level of sand drain bright
It shows better than no sand drain operating condition.
Claims (2)
1. a kind of sand drain for accelerating core wall rockfill dam core-wall discharging consolidation, which is characterized in that the sand drain is embedded in inside core-wall, institute
Stating sand drain includes: sand material, soil engineering bag, collector drain and opening/shutting valve, and the soil engineering bag wraps up the good sand material of water penetration,
The soil engineering bag is stacked into sand drain, and the collector drain is arranged on the dam foundation, and the sand drain bottom and collector drain are by opening and closing valve
Door is connected；The sand drain is sequentially arranged along the axis of dam of dam with a fixed spacing, and the spacing coring wall 2/3 highly locates the heart
The 1/2 of wall section thickness；The soil engineering bag has anti-filter characteristic, guarantees that water is able to enter soil engineering bag, and clay fine grained and sandstone
Particle will not be lost together with water；The collector drain is located at dam foundation foundation plane, extends along axis of dam direction；The opening/shutting valve
Sand drain is connected with collector drain, core wall filling building phase valve is kept it turning on, and closes valve when starting water storage.
2. the sand drain of the acceleration core wall rockfill dam core-wall discharging consolidation as described in claim 1, which is characterized in that the sand drain
It is stacked in layer by soil engineering bag package sand material, it is logical that the sand material has been connected to form a draining from top to bottom
Road.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611176181.9A CN106759239B (en) | 2016-12-19 | 2016-12-19 | A kind of sand drain accelerating core wall rockfill dam core-wall discharging consolidation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611176181.9A CN106759239B (en) | 2016-12-19 | 2016-12-19 | A kind of sand drain accelerating core wall rockfill dam core-wall discharging consolidation |
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| CN106759239A CN106759239A (en) | 2017-05-31 |
| CN106759239B true CN106759239B (en) | 2019-10-18 |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07156992A (en) * | 1993-12-03 | 1995-06-20 | Kajima Corp | Underground reservoir |
| IT1304093B1 (en) * | 1998-12-10 | 2001-03-07 | Sibelon Srl | DAM IN LOOSE MATERIAL AND WATERPROOFING PROCEDURE |
| CN2876184Y (en) * | 2006-03-29 | 2007-03-07 | 河海大学 | Internal filling type pressure reducing well pipe |
| CN102094452A (en) * | 2009-12-14 | 2011-06-15 | 贵阳铝镁设计研究院 | Flood discharge structure for red mud filter cake storage yard |
| CN203546678U (en) * | 2013-10-14 | 2014-04-16 | 中国水电顾问集团贵阳勘测设计研究院 | Asphalt concrete core-wall rockfill dam structure |
| CN205444127U (en) * | 2016-03-31 | 2016-08-10 | 中国电建集团华东勘测设计研究院有限公司 | Novel vertical drainage body structure of homogeneous earth dam |
-
2016
- 2016-12-19 CN CN201611176181.9A patent/CN106759239B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07156992A (en) * | 1993-12-03 | 1995-06-20 | Kajima Corp | Underground reservoir |
| IT1304093B1 (en) * | 1998-12-10 | 2001-03-07 | Sibelon Srl | DAM IN LOOSE MATERIAL AND WATERPROOFING PROCEDURE |
| CN2876184Y (en) * | 2006-03-29 | 2007-03-07 | 河海大学 | Internal filling type pressure reducing well pipe |
| CN102094452A (en) * | 2009-12-14 | 2011-06-15 | 贵阳铝镁设计研究院 | Flood discharge structure for red mud filter cake storage yard |
| CN203546678U (en) * | 2013-10-14 | 2014-04-16 | 中国水电顾问集团贵阳勘测设计研究院 | Asphalt concrete core-wall rockfill dam structure |
| CN205444127U (en) * | 2016-03-31 | 2016-08-10 | 中国电建集团华东勘测设计研究院有限公司 | Novel vertical drainage body structure of homogeneous earth dam |
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| CN106759239A (en) | 2017-05-31 |
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